The  Osborn  Engineering  Co 

"'OSBORN  BUILDING. 

CLEVELAND,  - OHIO. 


TABLE  OF  CONTENTS. 


6 vV  1 

0*5X6 


A 


PARA- 

GRAPHS. 


I. 

CLEARANCE  

i 

II. 

DRAWINGS  

2-12 

III. 

FLOOR  . 

• 13-18 

IV 

LOADS  

I9-30 

V. 

UNIT  STRESSES  . . ; y 

• 31-41 

VI. 

GENERAL  DETAILS  V.I  1 . - . . 

. 

42-69 

VII. 

I BEAM  SPANS 

. 70-71 

VIII. 

PLATE  GIRDERS  ..... 

72-83 

IX. 

STRINGERS  AND  FLOORBEAMS 

. 84-88 

X 

TRUSSES  AND  TOWERS 

89-104 

XI. 

RIVETED  WORK  . ; . . 

IO5-II4 

XII. 

QUALITY  OF  MATERIALS  : 

a. -Wrought  Iron  .... 

115-123 

B.-Cast  Iron 

124 

c. -Wrought  Steel 

I25-I4I 

oi„ 

D.-Cast  Steel 

142 

F.-Paint 

143-15 I 

F. -Timber  ..... 

152 

S' 

XIII. 

WORKMANSHIP 

I53_I57 

— t 

t? 

XIV 

INSPECTION  AND  TESTS 

158-161 

0* 

XV. 

ERECTION 

162-172 

XVI. 

NAME  PLATES  

173 

XVII. 

GENERAL  . 

(i) 


SPECIFICATIONS. 


LOR BRIDGE  OVER ... 

at 

The  engineer' s general  drawings  consist  of: — 


The  Superstructure  will  consist  of spans long. 


Live  load  to  be. 


Paint  “first  coat " to  be  .... 

‘ finish  coats' ' to  be. 
Contractor  to  erect 


The  entire  work  to  be  completed  on  or  before ig. 

Traffic  to  be  maintained 


Old  Structure  to  be  removed. 


Contractor  to  furnish  falsework  timber. 

“ “ and  place  wooden  floor. 


(3) 


GENERAL  SPECIFICATIONS 

FOR 


Railway  Bridge  Superstructures 


The  Osborn  Engineering  Company 
Osborn  Building.  Cleveland,  O. 

1903. 


L CLEARANCE. 

1.  On  a straight  track  a section,  as  per  diagram  given  in 
appendix,  must  be  kept  clear  in  single  track  through 
bridges.  On  a curved  track  and  in  double  track  structures 
the  clear  width  must  be  proportionately  increased.  The 
distance  center  to  center  of  the  double  track  is  13  feet.  As- 
suming length  of  cars  75  feet  and  spacing  of  trucks  54  feet, 
center  to  center,  2^  inches  additional  clear  width  must  be 
provided  on  the  inside  of  curves  for  every  inch  of  elevation 
of  outer  rail,  on  account  of  tipping  of  cars.  The  width 
from  center  to  center  of  trusses  shall  not  be  less  than  i-20th 
of  the  span. 

See  Appendix  A. 

II.  DRAWINGS. 

2.  Accompanying  these  specifications,  and  forming  a 
part  hereof,  are  general  drawings,  as  enumerated  on  the 
second  page  of  these  specifications,  embodying  the  infor- 
mation and  data  furnished  the  contractor  for  his  guidance. 

3.  If  general  drawings  are  submitted  by  the  contractor 
with  his  proposal,  they  shall  include  all  stress  sheets  giving 
the  lengths  of  spans  from  center  to  center  of  chords;  the 
width  of  the  bridge  in  the  clear  and  from  center  to  center 


Engineer's 

General 

Drawings. 


Contractor's 

General 

Drawings. 


(5) 


Shop  Drawings. 


Drawings. 


Shop  and 
Order  Bills. 


Size  of 
Drawings. 


of  trusses;  the  dead,  live  and  other  loads  on  which  calcu- 
lations are  based;  the  dead,  live  and  other  load  stresses  as 
well  as  the  minimum  stresses,  and  sections  for  all  mem- 
bers ; the  sections  and  areas  of  lateral  and  portal  struts, 
lateral  and  sway  rods  or  angles ; stringers,  floor-beams  and 
their  connections ; sizes  of  rivets ; size,  arrangement  and 
character  of  floor  system ; and  the  class  or  classes  of  ma- 
terial proposed  for  use  in  the  various  parts  of  the  structure. 

The  dead  loads  assumed  for  calculating  the  stresses  shall 
not  be  less  than  the  actual  weight  of  the  structure. 

The  plus  ( + ) sign  shall  be  used  to  indicate  compression 
stresses  and  the  minus  ( — ) sign  to  indicate  tension  stresses. 

Stresses  shall  be  given  in  pounds,  and  weights  of  shape 
metal  in  pounds  per  foot  of  one  piece. 

The  plans  shall  also  include  such  detail  drawings  as  are 
necessary  to  express  the  general  intent  of  the  whole  work. 

4.  The  contractor  shall  not,  except  at  his  own  risk,  or- 
der any  material  until  after  the  shop  drawings  have  been 
approved  by  the  engineer.  After  approval,  the  contractor 
shall  furnish  the  engineer,  without  charge,  as  many  sets  of 
the  shop  drawings  as  he  may  require. 

5.  After  the  award  of  the  contract,  two  complete  sets 
of  drawings  and  details,  including  stress  sheet  described 
above  shall  be  furnished  for  approval,  one  set  of  approved 
drawings  will  be  returned  to  the  contractor  and  one  will  be 
retained  by  the  Railway  Company.  One  or  more  sets  of 
drawings  may  also  be  required  for  the  use  of  the  inspector. 
These  drawings  shall  in  general  be  drawn  to  a scale  of  one 
inch  to  the  foot. 

6.  The  contractor  shall  also  furnish  the  engineer  with 
duplicate  copies  of  all  shop  and  order  bills  of  material  and 
shipping  lists  of  all  finished  parts,  with  exact  itemized 
weights  of  same. 

7.  All  drawings  shall  be  of  uniform  size  twenty-four  by 
thirty-six  inches  (24"x36").  They  shall  be  numbered, 
arranged  in  systematic  order  and  indexed. 


(6) 


8.  On  all  drawings,  dimensions  shown  in  figure  shall 
govern  in  cases  of  discrepancy  between  scale  and  figures. 

9.  The  contractor  shall  check  all  leading  dimensions  and 
clearances  as  a whole  and  in  detail,  the  fitting  of  all  details, 
and  becomes  responsible  for  the  exact  position  and  elevation 
of  all  parts  of  the  work;  and  the  approval  of  the  working 
drawings  by  the  engineer  shall  not  relieve  the  contractor  of 
this  responsibility. 

10.  In  constructing  the  work,  no  variations  at  any  time 
from  the  approved  drawings,  nor  from  these  specifications, 
shall  be  made  by  the  contractor,  without  a written  order 
from  the  engineer  in  each  case,  describing  and  directing 
such  change. 

11.  Notes  or  specifications  appearing  on  the  engineer’s 
general  drawings  are  to  be  construed  as  superseding  and 
voiding  any  clauses,  or  parts  of  clauses,  in  these  specifica- 
tions, with  which  they  may  conflict. 

12.  Rivets  shall  be  indicated  in  accordance  with  the 
code  shown  in  the  appendix. 

See  Appendix  B. 


III.  FLOOR. 


13.  Cross-ties  shall  be  of  the  best  quality  of  long  leaf 
southern  yellow  pine,  white  or  burr  oak.  They  shall  have 
a width  of  8"  and  a depth  depending  upon  the  distance  be- 
tween centers  of  supports,  as  follows : 

Spans. 

Up  to  7 -0"  c.  to  c.  Dimensions.  8"x  8"xio'-o" 

7'-o"  “ “ 8"x  9"xio'-o" 


8'-o" 
9'-o" 
10  '-o" 


8"xio"xio'-o" 

8"xii"xi2'-o" 

8"xI2"xI2'-o" 


12  '-0 


tt 


u 


u 


8"xi4"xi4'-o" 


They  shall  be  spaced  12"  between  centers,  notched 
over  supports,  and  every  fourth  tie  shall  be  fastened  to  the 
flanges  of  stringers  by  hook  bolts  flattened  at  their 


Dimensions. 


Contractor 
Responsible 
for  Accuracy. 


Variations. 


Notes. 


Rivets. 


Cross-ties. 


(7) 


Ribbons. 


Deck  Bridges. 


Elevation  of 
Outer  Rail. 


lower  ends  to  prevent  turning.  These  bolts  shall  pass 
through  the  raising  pieces  when  used,  if  practicable. 

14.  There  shall  be  an  S"x6"  ribbon,  of  the  same  material 
as  the  ties,  on  each  side  of  each  track,  with  its  inner  face 
parallel  to  and  not  less  than  4'  2"  from  the  center  of  the 
track  and  notched  i-j£"  over  each  tie,  when  rails  5"  high 
are  used.  When  rails  of  less  height  than  5"  are  used,  the. 
ribbon  shall  be  notched  so  that  its  upper  surface  shall  be 
Yi"  below  the  top  of  the  rail,  or  a ribbon  of  less  height 
may  be  used. 

The  ribbon  shall  be  fastened  to  every  fourth  tie  (using 
the  ties  secured  to  the  stringers  by  hook  bolts)  by  Y>”  ma~ 
chine  bolts,  having  a wrought  washer  on  the  top  of  the 
ribbon,  and  a *4"  cast  washer  under  the  tie.  Ribbons  shall 
be  spliced  over  ties  by  halving  horizontally  with  a lap  of  6" 
Each  splice  shall  be  secured  by  a y%  bolt  at  center,  the 
holes  of  the  bolts  being  11-16"  in  diameter.  The  ribbons 
must  be  continued  over  all  piers  and  abutments. 

15.  Hook  bolts  and  ribbon  bolts  are  considered  to  be 
a part  of  the  metal  superstructure.  See  paragraph  163. 

16.  The  standard  spacing  for  track  stringers  shall  be 
6'-6"  between  centers,  and  the  tracks  will  be  i3'-o"  between 
centers  unless  otherwise  ordered.  In  double  track  metal 
bridges  with  three  trusses  the  clearance,  length  of  cross 
ties  and  spacing  of  stringers  for  each  track  shall  be  the 
same  as  above  specified  for  single  track  bridges. 

17.  In  single  track  metal  bridges,  if  the  width  between 
centers  of  trusses  does  not  exceed  12'  the  cross  ties  may 
rest  directly  on  the  top  chords.  If  of  greater  width,  floor 
beams  and  track  stringers  shall  be  used.  In  plate  girders 
having  a span  of  5o'-o"  or  less,  the  girders  shall  be  6'-6"  c. 
to  c.  and  in  longer  spans  8'-o"  c.  to  c.  All  girders  shall  be 
thoroughly  braced  laterally  and  transversely. 

18.  The  outside  rail  shall  be  elevated  as  required  by  the 
engineer.  This  will  be  effected  by  wedge-shaped  ties  or 


(8) 


by  raising  pieces  on  supports  as  may  be  deemed  best.  If 
wedge-shaped  ties  are  used,  their  depth  at  the  inner  sup- 
port shall  not  be  less  than  for  bridges  on  tangent. 


IV.  LOADS. 

19.  The  weights  assumed  for  calculation  shall  be  as 

follows : Rails  and  fastenings  100  lbs.  per  lineal  foot  of 

track.  Timber  per  foot  B.  M.,  Oak,  4-^  lbs. ; Yellow  Pine, 
4 lbs.;  Wrought  Iron,  3 1-3  lbs.  per  lineal  foot  for  bar  1" 
square.  Wrought  Steel,  3.4  lbs.  per  lineal  foot  for  bar  1" 
square.  The  dead  load  shall  be  assumed  as  concentrated 
2-3  at  panel  points  of  loaded  chord,  and  1-3  at  panel  points 
of  unloaded  chord. 

20.  The  moving  load  shall,  unless  otherwise  specified,  be 
one  of  the  loadings  given  in  appendix,  and  specified  on  the 
second  page  hereof. 

See  Appendix  C. 

21.  The  effect  of  impact  and  vibration  shall  be  added  to 
the  maximum  strains  resulting  from  the  live  load,  and 
shall  be  determined  by  the  following  formula : 

L 

I = L 

L + D 

Where  I = Impact. 

L =r  Maximum  live  load  stress. 

D = Dead  load  stress. 

The  impact  on  floor  beam  hangers  shall  be  assumed  at 
125%. 

In  computing  the  effect  of  impact  in  cases  where  the  live 
load  and  dead  load  stresses  are  of  opposite  nature,  the  dead 
load  stress  shall  be  assumed  to  be  zero. 

22.  Where  the  structure  is  on  a curve,  the  effect  of  cen- 
trifugal force  shall  be  considered  and  computed  by  the  fol- 
lowing formula : 


Static  Load. 


Moving  Load. 


Impact. 


Centrifugal 

Force. 


(9) 


Longitudinal 

Forces. 


Wind  Forces. 


Trestles. 


W V 2 

C= 

32,  2,  r. 

In  which  W = Live  Load, 

= Velocity  in  feet  per  second, 

= Radius  of  curve  in  feet, 

Note. — See  Osborn’s  Tables  for  values  of  C for  various 
velocities  and  degrees  of  Curvature. 

23.  The  longitudinal  bracing  in  metal  towers  and  the 
attachments  of  fixed  ends  of  all  girders  shall  be  capable  of 
resisting  the  momentum  of  train  when  brought  to  a sudden 
stop,  the  co-efficient  of  friction  of  wheels  sliding  upon  rails, 
being  assumed  at  0.2. 

24.  The  bottom  lateral  bracing  in  deck  truss  bridges 
and  the  top  lateral  bracing  in  through  truss  bridges  shall  be 
proportioned  to  resist  a moving  force  of  150  lbs.  per  lineal 
foot  for  spans  of  200  feet  and  under,  and  0.4  lbs.  per  lineal 
foot  for  each  additional  foot  in  length  over  200  feet. 

25.  The  bottom  lateral  bracing  in  through  truss  bridges 
and  the  top  lateral  bracing  in  deck  truss  bridges  shall  be 
proportioned  to  resist  a moving  force  of  450  lbs.  per  lineal 
foot  for  spans  of  200  feet  and  under,  and  0.4  lbs.  per  lineal 
foot  for  each  additional  foot  in  length  over  200  feet. 

26.  The  lateral  bracing  in  plate  girder  bridges  shall  be 
proportioned  to  sustain  a moving  load  of  330  lbs.  per  foot 
with  30  lbs.  additional  for  each  foot  in  depth  of  girder.  Rigid 
cross  frames  shall  be  provided  connecting  the  upper  and 
lower  flanges  at  intervals  not  exceeding  fifteen  feet,  and  all 
bracing  shall  be  capable  of  transmitting  compression  as 
well  as  tension  stresses.  The  lateral  bracing  in  deck  plate 
girder  bridges  will  be  placed  in  the  plane  of  the  upper 
flanges. 

27.  In  trestle  towers,  the  bracing  and  posts  shall  be  pro- 
portioned to  resist  wind  pressures  in  addition  to  the  stresses 
from  dead  load,  live  load,  centrifugal  and  traction  forces,  as 
follows : 

(10) 


1st.  A force  of  300  lbs.  per  lineal  foot  of  structure  ap- 
plied 8'  above  base  of  rail,  and  a wind  pressure  of  30  lbs. 
per  sq.  ft.  on  the  exposed  surfaces  of  all  trusses,  girders 
and  towers. 

2nd.  A wind  pressure  of  50  lbs.  per  sq.  ft.  on  the  ex- 
posed surfaces  of  all  trusses,  girders  and  towers. 

All  trestle  bracing  shall  preferably  be  composed  of  shapes 
designed  to  transmit  compression  as  well  as  tension  stresses. 

28.  In  determining  anchorage  for  the  loaded  structure, 
the  trains  shall  be  assumed  to  weigh  800  lbs.  per  lineal 
foot. 

29.  Lateral  and  longitudinal  struts  shall  be  proportioned 
to  resist  the  resultant  due  to  an  initial  stress  of  10,000  lbs. 
per  square  inch  upon  all  rods  attached  to  them  when  this  is 
in  excess  of  wind  stress. 

30.  Where  the  effect  of  a variation  of  150  degrees  F.  is 
to  produce  stresses  in  the  structure,  the  maximum  of  such 
stresses  in  each  member  shall  be  provided  for. 


V.  UNIT  STRESSES. 

31.  All  parts  of  the  structure  shall  be  proportioned  by 
the  following  unit  stresses:  (See  paragraph  21.) 

Wrought  iron,  13,000  lbs.  per  square  inch. 

Soft  steel,  15,000  lbs.  per  square  inch. 

Medium  steel,  17,000  lbs.  per  square  inch. 


32. 


Members  with  square 
bearings  at  both  ends, 


C 

l 2 per  sq.  inch. 

1+ 

36,000  r* 


Members  with  square 
bearings  at  one  end 
and  pin  bearings  at 
the  other, 


C 

l2  per  sq.  inch. 

1+ 

24,000  r2 


Anchorage. 


Struts. 


Temperature 

Stresses. 


Tension. 


Compression. 


(II) 


Bending. 


Bearing. 


Shearing. 


Field  Rivets. 


Wind  Stresses. 


Alternate 

Stresses. 


Members  with  pin  bear-  C 

ings  at  both  ends,  tl  per  sq.  inch. 

1+ 

18,000  / 

In  which  C=  13,000  for  wrought  iron. 

C — 15,000  “ soft  steel. 

C=  17,000  “ medium  steel. 

1 = length  between  supports  in  inches. 
r = least  radius  of  gyration  in  inches. 

1/r  shall  not  exceed  100  for  main  members  and 

120  for  subordinate  mem- 
bers. 

/2 

NOTE. — Values  of  ^,3may  be  taken  from  Osborn’s  Tables. 

33.  Pins,  closely  packed,  medium  steel,  25,000  lbs.  per 
square  inch. 

34.  Pins  22,000  lbs.  per  square  inch. 

Rivets  20,000  lbs.  per  square  inch. 

35.  Pins,  medium  steel 11,000  lbs.  per  square  inch. 

Rivets 10,000  lbs.  per  square  inch 

On  webs  of  plate  girders  soft  steel.  . 9,000  lbs. 

Medium  steel . . . 10,000  lbs. 

36.  The  number  of  rivets  th.us  found  shall  be  increased 
20$  for  rivets  driven  in  field. 

37.  The  same  permissible  stress  shall  also  be  used  for 
members  subject  to  wind  stresses,  centrifugal  force  and 
momentum  of  train.  No  allowance  will  be  made  for  the 
wind  stress  when  combined  with  stress  from  dead  and  live 
load,  unless  the  combined  stress  exceed  by  25  per  cent,  the 
stress  from  dead  and  live  load  only,  in  which  case  the 
combined  stress  will  bemused  with  a unit  stress  25  per  cent, 
greater  than  above  given. 

38.  Members  subject  to  alternate  stresses  of  tension  and 
compression  in  immediate  succession,  shall  be  so  propor- 
tioned that  the  total  sectional  area  is  equal  to  the  sum  of 
the  areas  required  for  each  stress.  (See  paragraph  21). 

The  strength  of  the  connections  shall  be  proportionately 
increased. 


(12) 


SPECIES 

Trans- 

verse 

Eoading 

End 

Bearing 

Short  Col- 
umns 1 
equal  to  or 
less  than 
12  d. 

Bearing 

Across 

Fibre 

Shear 

Along 

Fibre 

I.  White  Oak 

1400 

1300 

IOOO 

550 

300 

2.  Long  Leaf  Pine 

1600 

1300 

IOOO 

350 

200 

3.  White  Pine 

I IOO 

900 

700 

200 

150 

39-  Members  subjected  to  combined  bending  and  direct 
stresses  must  be  proportioned  for  the  combined  stresses. 

40.  The  timber  parts  of  the  structure  shall  be  proper- 
tioned  by  the  following  unit  stresses,  given  in  pounds  per 
square  inch. 


SPECIES 

Trans- 

verse 

Loading-. 

End 

Bearing-. 

Short  Col- 
umns 1 
equal  to  or 
less  than 
12  d. 

Bearing 

Across 

Fibre. 

Shear 

Along 

Fibre 

i.  White  Oak 

1400 

1400 

IOOO 

600 

3°° 

2.  Long  Leaf  Pine 

1600 

1600 

IOOO 

350 

200 

3.  White  Pine 

1000 

ICOO 

700 

200 

150 

41.  Columns  whose  length  exceeds  12  times  their  least 
side  shall  be  proportioned  by  the  following  formula : 

C 

P= 

/» 

1H 

1,000  d 3 

Where  PrB  Unit  load  on  column. 

C'= A Unit  load  as  given  above  for  short  columns. 

1=  Length  of  column  between  supports,  in 
inches. 

d=  Least  side  of  column,  in  inches. 

4-^L  general  details. 

42.  When  the  track  is  on  a curve,  both  inner  and  outer 
trusses  or  girders  are  to  be  alike  and  to  be  figured  for  the 
proportion  of  the  live  load  given  by  the  formula : 


m -f-  b 


W — load  going  to  either  trusses, 
m — center  ordinate  to  curve, 
b |j§:  width  c.  to  c.  of  trusses. 

P = the  live  load  at  panel  point  considered. 


Combined 

Stress. 

Timber. 


Timber 

Columns. 


Track  on 
Curve. 


(13) 


Net  Section. 


Pins  and 
Rivets. 


Effective 
Diameter 
of  Rivets. 


Minimum 
Number  of 
Rivets. 

Pitch  of  Rivets. 


Distance  from 
Center  of  Rivet 
to  Edge  of 
Plate. 


Distance 
Between  Rivets 
in  Compression 
Members. 


Rollers. 


43.  The  net  section  of  any  tension  member  or  flange 
shall  be  determined  by  a plane,  cutting  the  member  square 
across  at  any  point.  The  greatest  number  of  rivet  holes 
which  can  be  cut  by  this  plane,  or  come  within  an  inch  of 
it,  are  to  be  deducted  from  the  gross  section. 

44.  In  deducting  rivet  holes  to  obtain  the  net  section  of 
riveted  tension  members,  the  rivet  hole  shall  be  taken  with  a 
diameter  one-eighth  (*4)  inch  larger  than  the  undriven 
rivet  for  rivets  with  full  heads,  and  one-fourth'  (%)  inch 
larger  for  countersunk  rivets  in  plates  $4"  or  less  in 
thickness. 

45.  The  elective  diameter  of  the  driven  rivet  shall  be 
assumed  the  same  as  its  diameter  before  driving. 

46.  Where  rivets  are  countersunk  the  bearing  of  the 
head  shall  not  be  counted. 

47.  No  connection  shall  be  made  with  less  than  three 
(3)  rivets. 

48.  The  pitch  of  rivets  shall  not  exceed  6 inches,  nor 
be  less  than  three  diameters  of  the  rivet.  At  the  ends  of 
compression  members  the  pitch  shall  not  exceed  four  diam- 
eters of  the  rivet  for  a length  equal  to  twice  the  depth  of 
the  member,  and  in  the  flanges  of  girders  and  chords  carry- 
ing floor  the  pitch  shall  not  exceed  4 inches. 

49.  The  distance  from  center  of  rivet  to  edge  of  plate 
shall  not  be  less  than  I-J4  inches,  except  in  bars  under 
2-)/ 2 inches  wide.  When  practicable  it  shall  be  at  least  two 
diameters  of  the  rivet.  It  shall  not  exceed  eight  times  the 
thickness  of  the  plate. 

50.  The  distance  between  rivets  for  plates  strained  in 
compression  shall  not  exceed  sixteen  times  the  thickness  of 
plate  in  line  of  stress,  nor  forty  times  the  thickness  at  right 
angles  to  line  of  stress. 

51.  All  bridges  exceeding  80  feet  in  length  shall  have 
hinged  bolsters  at  each  end  and  at  one  end  nests  of  turned 
friction  rollers  of  steel  bearing  upon  planed  surfaces.  The 
rollers  shall  not  be  less  than  4"  in  diameter,  and  the  pres- 


sure  per  lineal  inch  of  roller  shall  not  exceed  500  times  the 
diameter  of  roller  in  inches.  For  bridges  under  80  feet 
in  length,  one  end  shall  be  free  to  move  upon  planed  sur 
faces. 

52.  No  plate  or  shape  shall  be  less  than  inch  thick  for 
main  members,  or  5-16  inch  thick  for  wind  bracing,  lattice 
bars,  etc. 

53.  Compression  members  shall  not  exceed  in  length 
40  times  their  least  width  nor  100  times  the  least  radius  of^ 
gyration  for  main  members,  and  120  times  the  least  radius 
of  gyration  for  subordinate  members.  “Main  Members’’ 
shall  include  all  elements  of  trusses,  posts  of  towers  or 
bents,  and  all  other  members  directly  acted  upon  by  the  live 
load.  “Subordinate  Members”  shall  include  lateral  systems, 
sway  bracing,  and  all  other  members  not  directly  acted 
upon  by  the  live  load. 

54.  The  several  segments  or  parts  of  a compression 
m#nber  shall  be  proportionately  as  strong  as  the  member 
taken  as  a whole. 

55.  Stay  plates  shall  have  a thickness,  of  not  less  than 
one-fortieth  (1-40)  the  unsupported  width.  They  shall  be 
not  less  than  twelve  (12)  inches  long,  nor  less  than  the 
greatest  width  of  the  member.  “By  length  of  stay  plate  is 
meant  the  dimension  parallel  to  the  axis  of  the  member.” 

56.  Lacing  shall  never  make  an  angle  of  less  than  6o° 
with  the  axis  of  the  member.  If  clear  width  between  seg- 
ments exceed  12  inches  the  member  shall  be  double  lat- 
ticed, and  the  latticing  shall  never  make  an  angle  of  less 
than  450  with  the  axis  of  the  member. 

57.  Long  vertical  tension  members  will  preferably  be 
stiffened. 

58.  Heads  of  eye>  bars  shall  be  so  proportioned  as  to 
develop  the  full  strength  of  the  bar.  The  heads  shall  be 
formed  by  upsetting  and  forging,  and  in  no  case  will  weld- 
ing be  allowed.  (See  paragraph  101.) 


Least  Thick- 
ness of  Plates. 


Length  of 

Compression 

Members. 


Stay  Plates 


Lacing. 


Tension 

Members. 


Eye  Bars. 


(15) 


Riveted  Tension 
Members. 


Rods. 


' / 

Loop  Eyes. 


Are  a of  Rods. 


Screw  Ends 


Washers  and 
(futs. 


Bolts. 


59.  Eye  bars  must  be  perfectly  straight  before  boring 
and  bars  working  together  shall  be  piled  and  clamped  to- 
gether and  bored  in  one  operation. 

60.  Eye  bars  shall  not  be  less  than  five-eighths  (7^)  inch 
thick,  and  preferably  not  less  than  one-fifth  (1-5)  the  width 
of  the  bar. 

61.  Riveted  tension  members  shall  have  an  excess  of 
section  of  twenty-five  (25)  per  cent,  through  pin  holes  and 
net  section  at  all  other  points.  Pin  plates  shall  also  be  pro- 
portioned for  bearing  on  pins.  The  material  back  of  pins 
shall  be  proportioned  for  double  shear,  using  for  working 
length  the  distance  from  back  of  pin  to  end  of  plate.  But 
the  length  of  plate  back  of  pin  shall  not  be  less  than  two  and 
one-half  (2^)  inches. 

62.  All  rods  with  screw  ends  shall  be  upset  at  the  ends 
so  that  the  area  at  the  root  of  the  thread  shall  exceed  by 
seventeen  (17)  per  cent,  the  area  of  the  rod. 

63.  All  rods  with  welded  heads  must  be  of  wrought 
iron. 

64.  When  loop  eyes  are  used,  the  loop  must  be  so  de- 
signed as  to  develop  the  full  strength  of  the  bar. 

The  eyes  must  be  reamed,  and  give  full  bearing  on  the 
pins. 

65.  No  lateral  or  diagonal  rod  shall  be  less  than  one 
square  inch  in  area. 

66.  Screw  threads  shall  be  cut  according  to  U.  S.  stand- 
ard, except  in  ends  of  pins. 

67.  Washers  and  nuts  shall  have  a uniform  bearing. 
All  nuts  shall  be  easily  accessible  with  a wrench  for  the 
purpose  of  adjustment,  and  shall  be  effectively  checked 
after  the  final  adjustment.  All  parts  working  together  or 
parts  of  one  member  of  the  truss  must  be  equally  strained. 

68.  All  bolts  must  be  of  neat  length  and  have  a washer 
under  head  and  nut  when  they  are  in  contact  with  wood. 
Washers  and  nuts  shall  have  a uniform  bearing.  All  nuts 


shall  be  easily  accessible  with  a wrench  for  the  purpose  of 
adjustment,  and  shall  be  effectively  checked  after  the  final 
adjustment. 

Rivets  shall  be  used  in  preference  to  bolts  to  resist  shear- 
ing stresses. 

When  bolts  are  unavoidable  they  must  be  turned  to  a 
driving  fit  and  have  a washer  under  each  and  every  nut. 

Bearing  on  threads  will  not  be  allowed. 

Bolts  with  hexagonal  nuts  shall  in  general  be  used,  and 
round-headed  bolts  will  not  be  allowed. 

69.  All  spaces  which  would  otherwise  permit  the  lodg-  Drainage, 
ment  of  water  must  be  drained  or  filled  with  water-proof 
material. 


VII.  I BEAMS. 

70.  I beams  will  be  connected  together  in  groups  of  two 
or  three  for  each  rail,  have  a ^4  inch  sole  plate  and.  ^4 
inch  bed  plate  at  each  end,  and  be  secured  at  each  end  to 
masonry  by  two  1"  anchor  bolts,  which  shall  enter  the  ma- 
sonry at  least  9 inches.  Sheet  lead  *4  inch  thick  to  be 
shipped,  boxed,  with  girders  and  to  be  placed  between  bed 
plates  and  masonry.  When  ends  rest  on  timber  wall  plates, 
the  loose  bed  plate  can  be  omitted. 

7 1.  When  two  or  three  “I”  beams  form  a compound 
girder  they  will  be  connected  together  at  intervals  of  about 
3 feet,  by  means  of  vertical  I beam  separators  riveted  to 
their  webs. 

The  standard  width  center  to  center  of  “I”  girders  will 
be  4 feet  11  inches  and  I beam  separators  will  be  not  less 
than  20"  deep  when  two  beams  are  used,  and  10"  deep 
when  three  beams  are  used. 

There  will  be  a strut  at  each  end,  and  a system  of  angle 
bracing  between  the  girders. 


(17) 


VIII.  PLATE  GIRDERS. 


Calculation. 


Flanges. 


Webs. 


Stiffeners. 


72.  The  length  of  the  span  shall  be  considered  as  the 
distance  between  centers  of  end  bearings,  and  the  depth 
which  shall  preferably  be  not  less  than  1-10  of  the  span, 
shall  be  taken  as  the  distance  between  centers  of  gravity  of 

/ the  flanges,  unless  this  exceeds  the  depth  from  back  to  back 
of  angles,  in  which  case  this  latter  depth  shall  be  taken. 

73.  The  compression  flanges  of  plate  girders  and  beams 
shall  be  made  of  the  same  gross  section  as  the  tension 
flanges,  and  they  shall  be  stayed  transversely  when  their 
length  is  more  than  twenty  times  their  width. 

74.  One-sixth  of  the  web  may  only  be  considered  as 
available  gross  area  in  each  flange  when  the  web  sheet  is 
not  spliced.  All  joints  shall  be  spliced  by  a plate  on  each 
side  of  the  web  and  these  plates  shall  have  a double  line 
of  rivets  on  each  side  of  the  joint. 

75.  All  web  plates  shall  be  stiffened  at  both  edges  of 
' end  bearings,  and  at  all  points  of  local  concentrated  load- 
ings. Intermediate  stiffeners  shall  be  used  if  the  ratio  of 
unsupported  depth  of  web  to  the  thickness  is  greater  than 
fifty. 

76.  Stiffeners  shall  be  in  pairs,  and  spaced  so  the  shear 
per  foot  shall  not  exceed  the  safe  shear  given  by  the 
formula. 

20000  x 12  t 

7 

1 + • • 

30C0  t 3 

Where  t ==  the  thickness  of  web  plate  in  inches 

d = the  clear  distances  between  supports  in  inches. 

Note. — See  Osborn’s  Tables  for  safe  resistance  of  web 
plate  against  buckling. 

The  maximum  spacing  of  stiffeners  shall  not  exceed 
six  (6)  feet. 

77.  There  shall  be  at  least  two  pair  of  stiffeners  over  the 
end  bearings,  the  projecting  legs  of  which  shall  be  as  wide 

(18) 


as  flange  angles  will  permit.  These  four  stiffeners,  includ- 
ing their  fillers,  shall  take  care  of  the  maximum  end  shear. 

78.  Intermediate  stiffeners  shall  not  be  less  than  given 


below : 

■For  Webs  4 feet  and  under 3^  x 3 x 5-16 

For  Webs  4 feet  to  7 feet 3^4  x 3^4  x 

For  Webs  over  7 feet 5 x 3^4  x 


79.  Fillers,  unless  ruled  c|tljLerw(ise  for  special  cases,  shall 
be  placed  under  all  stiffeners,  the  thickness  being  equal  to 
the  thickness  of  the  flange  angles. 

80.  Six  inch  legs  and  over  will  in  all  cases  be  connected 
to  the  web  plates  by.  two  rows  ' of  staggered  rivets,  the  pitch 
of  rivets  shall  not  be  less  than  2-%"  nor  more  than  4 -J4". 

81.  Not  less  than  one-half  the  total  area  of  the  flanges 
shall  be  concentrated  in  the  angles,  or  the  largest  size  angles 
shall  be  used. 

82. . Through  plate  girders  or  lattice  girders  shall  be 
stayed  by  stiffened  gussets  at  each  floor  beam  or  transverse 
strut. 

83.  Plate  girders  shall  be  cambered  y for  each  25 
feet  in  length,  unless  otherwise  specified. 

IX.  STRINGERS  AND  FLOOR  BEAMS. 

84.  Stringers  shall  generally  be  placed  6 feet  6 inches, 
center  to  center;  shall  be  as  deep  as  practicable,  consistent 
with  economy,  and  shall  preferably  be  riveted  to  the  webs  of 
floor  beams. 

The  span  length  shall  be  taken  as  the  distance  between 
centers  of  floor  beams. 

85.  When  lengths  exceed  12  feet  or  twelve  times  flange 
widths,  stringers  will  have  their  upper  flanges  connected 
by  a system  of  angle  bracing,  angles  to  be  not  less  than 
3-/4x3x5-i6,  with  at  least  three  % inch  rivets  in  connection. 
Cross  frames  to  be  placed  near  outer  ends  of  end  stringers. 

(19) 


Fillers. 


Camber. 


Unsymmetrical 

Sections. 


H— Sections. 


Top  Laterals. 


Bracing  will  be  required  in  all  cases  where  alignment  is  on 
curve. 

86.  Floorbeams  will  be  riveted  to  the  webs  of  plate 
girders  or  to  the  posts  |of  through  truss  bridges,  preferably 
above  the  pin  in  the  latter  case. 

The  span  length  shall  be  taken  as  the  distance  center  to 
center  of  trusses. 

Floorbeam  hangers  shall  be  avoided  when  possible.  (See 
paragraph  21.) 

87.  All  bridges  shall  preferably  have  end  floorbeams 
and  when  distance  from  center  of  end  floorbeams  to  back 
wall  equals  or  exceeds  18",  brackets  shall  be  provided  in 
line  with  stringers. 

88.  Connection  angles  of  stringers  to  floorbeams  and 
of  floorbeams  to  truss,  shall  not  be  less  than  3^2x3 3^x9- 16, 
and  the  webs  of  all  stringers  and  floorbeams  shall  be  faced 
true  and  square. 


X.  TRUSSES  AND  TOWERS. 

89.  Unsymmetrical  chord  sections  composed  of  two 
rolled  or  riveted  channels  and  one  plate  shall  be  so  propor- 
tioned that  the  centers  of  pins  in  abutting  members  shall  be 
in  the  same  line  and  the  eccentricity  may  be  made  sufficient 
to  counteract  the  bending  stress  due  to  the  weight  of  the 
member  or  provision  must  be  made  for  it,  as  in  top  chords 
and  end  posts.  The  material  shall  be  concentrated  mostly 
in  the  channels. 

90.  H-shaped  sections,  if  exceeding  ten  inches  in  depth, 
shall  have  tie  plates  at  ends  holding  them  truly  square. 

91.  The  top  lateral  struts  shall  be  of  the  full  depth 
of  the  chord  and  shall  be  securely  riveted  thereto.  The 
top  lateral  rods,  if  used,  shall  be  attached  to  the  lateral 
gusset  plates,  which  shall  be  securely  riveted  to  the  top 
chord. 


(20) 


92.  For  spans  of  200  feet  and  under,  each  portal  frame 
shall  consist  of  four  angles  riveted  to  the  end  posts  and 
connected  by  diagonal  latticing.  The  latticing  shall  be  flat 
bars  if  the  depth  of  the  portal  does  not  exceed  two  feet  and 
angles  if  of  greater  depth. 

For  spans  exceeding  200  feet  in  length  the  portal  frames 
may  consist  of  top  and  bottom  struts  connected  by  cross 
braces. 

93.  In  through  bridges,  when  the  depth  of  truss  is  be- 
tween 25  and  30  feet,  knee  braces  shall  be  used  at  each 
vertical  post;  when  the  depth  exceeds  30  feet  sub-struts 
and  overhead  diagonal  rods  or  lattice  struts  of  angles  shall 
be  used  at  each  vertical  post. 

94.  There  shall  be  built  or  cast  steel  bolsters  at  each  end 
of  span,  securely  anchored  to  the  masonry,  provision  to  be 
made  for  expansion.  Anchor  bolts  shall  be  set  in  Portland 
cement.  (See  paragraph  163.) 

95.  Long  tension  members  shall  be  clamped  together  at 
intersection  to  prevent  rattling.  Posts  and  struts  shall  be 
in  one  length  without  splice. 

96.  Struts  composed  of  two  channels  latticed  shall 
preferably  have  the  webs  of  the  channels  vertical  with  the 
clear  distance  between  webs  such  that  the  radius  of  gyration 
of  the  member  with  reference  to  an  axis  parallel  to  the  webs 
of  the  channels  shall  not  be  less  than  the  radius  of  gyration 
of  the  channels.  Provision  must  be  made  for  drainage 
where  necessary. 

97.  The  legs  of  trestle  bents  shall  generally  have  a 
batter  of  one  horizontal  to  six  vertical. 

98.  The  bents  shall  be  united  in  pairs  to  form  towers, 
and  each  tower  thus  formed  shall  be  thoroughly  braced  in 
all  directions.  Lateral  and  longitudinal  struts  shall  be  pro- 
vided at  bottom  and  at  each  intermediate  joint;  also  at  top 
in  the  absence  of  floorbeams  or  girders  acting  as  such. 

99.  Each  leg  shall  be  securely  anchored  to  its  pedestal, 
provision  being  made  for  expansion. 


Portals 


Cross  Bracing. 


Bolsters  and 
Anchors. 


Long  Members. 


Struts. 


Towers. 


(21) 


Chords. 


Eyebars. 


Camber. 


Eyebars  and 
Pins. 


Soft  Steel. 


100.  If  the  length  of  the  panel,  divided  by  the  least 
radius  of  gyration  of  the  top  chord  is  less  than  the  length 
of  span  divided  by  the  radius  of  gyration  of  the  top 
chords,  considered  as  a trussed  column,  the  latter  shall  be 
used  in  finding  the  area  of  top  chord  sections. 

101.  Eye  bars  shall  be  closely  packed,  and  as  nearly  par- 
allel as  possible,  the  greatest  allowable  inclination  of  any 
bar  being  limited  to  i inch  in  io  feet.  (See  paragraph  60.) 

102.  Screw  ends  of  pins  must  project  at  least  y be- 
yond nuts,  to  permit  upsetting  in  the  field. 

103.  Trusses  shall  have  just  sufficient  camber  to  bring 
the  joints  of  the  compression  chord  to  a true  square  bear- 
ing when  the  truss  is  fully  loaded.  Each  member  of  the 
truss  shall  be  lengthened  or  shortened  in  proportion  to  the 
street  to  which  it  is  subject  under  a full  dead  and  full  live 
load,  so  that  under  the  full  loading  each  member  will  be 
strained  to  its  normal  length. 

104.  The  center  of  bearings  of  the  stressed  members  are 
to  be  considered  as  the  points  of  application  of  loads  on 
pins  when  determining  bending  moments.  The  diameter  of 
the  pins  shall  not  be  less  than  Y\  of  the  width  of  widest 
bar  attached.  Heads  of  eye  bars  must  not  be  less  in 
strength  than  body  of  bar. 


XI.  RIVETED  WORK. 

105.  All  holes  in  tension  members  of  all  thicknesses 
less  than  three-fourths  (Y)  inch  shall  be  either  punched 
one-eighth  (y&)  inch  smaller  than  the  rivet  required  and 
reamed  to  one-sixteenth  (1-16)  inch  larger,  or  they  may  be 
drilled  from  the  solid. 

106.  All  holes  in  tension  members  of  all  thicknesses 
three-fourths  (Y)  inch  or  greater  shall  be  drilled  from 
th6  solid. 

107.  All  holes  in  compression  members  of  all  thick- 
nesses less  than  three-fourths  (Y)  inch  shall  be  punched 
full  size. 


(22) 


108.  All  holes  in  compression  members  of  all  thick- 
nesses three-fourths  (£4)  inch  or  greater  shall  be  drilled 
from  the  solid. 

109.  All  holes  in  metal  less  than  three-fourths  ($4) 
inch  thick  shall  be  either  punched  one-eighth  (}£)  inch 
smaller  than  the  rivet  required  and  reamed  to  one-sixteenth 
(1-16)  inch  larger,  or  they  may  be  drilled  from  the  solid. 

no.  All  holes  in  metal  three-fourths  (^4)  inch  or 
greater  in  thickness  shall  be  drilled  from  the  solid. 

in.  Reamed  work  is  not  required  for  fillers, lace  bars, 
transverse,  diagonal  or  lateral  bracing,  except  to  make  holes 
true  and  square  to  members. 

1 12.  When  plates  are  drilled  as  assembled,  they  must 
be  separated  after  being  drilled  and  cleaned  of  clippings 
forced  between  them  by  the  drill.  The  square  shoulders  of 
all  rivet  holes  under  rivet  heads  must  have  a fillet  of  one- 
thirty-second  (1-32)  inch  neatly  removed. 

1 13.  Every  built  member  or  girder  must  be  true  and 
out  of  wind,  neatly  finished  to  length,  and  field  driven  rivets 
of  all  main  girder  connections  shall  be  laid  out  with  tem- 
plates and  accurately  drilled,  so  as  to  pass  the  rivets  cold. 

1 14.  Power  riveting  shall  be  used  wherever  possible. 
All  rivets  must  have  neatly  capped  full  heads.  Tightening 
loose  rivets  by  recupping  or  “setting  up”  will  not  be  al- 
lowed; they  must  be  cut  out  and  redriven,  whether  in  shop 
or  field.  Rivets  must  be  properly  heated  and  driven  to 
completely  fill  the  holes.  No  loose  rivets  allowed. 

See  paragraph  68. 


XII.  QUALITY  OF  MATERIAL. 

A.  WROUGHT  IRON. 

1 1 5.  Wrought  iron  shall  be  made  by  the  puddling 
process  or  rolled  from  fagots  or  piles  made  up  from  No. 
1 wrought  iron  scrap,  alone  or  with  muck  bar  added. 


Medium  Steel. 


Bolts. 


Manufacture, 


(23) 


Physical 

Properties. 


Cold  Bending 
Tests. 


Nicking  Test. 


Hot  Bending 
Tests. 


Yield  Point. 


Finish. 


116.  The  minimum  physical  qualities  required  shall  be 


as  follows : 

Tensile  strength,  pounds  per  sq.  inch 48,000 

Yield  point,  pounds  per  sq.  inch 25,000 

Elongation,  per  cent,  in  8 inches 20 


1 17.  In  sections  weighing  less  than  0.654  pounds  per 
lineal  foot  the  percentage  of  elongation  required  shall  be 
15  per  cent. 

1 18.  Cold  bending  tests  shall  be  made  on  specimens  cut 
from  the  bar  as  rolled.  The  specimen  shall  be  bent  through 
an  angle  of  180  degrees  by  a succession  of  light  blows. 

1 19.  When  nicked  and  bent,  it  shall  show  a generally 
fibrous  fracture,  free  from  course  crystalline  spots.  Not 
over  10  per  cent,  of  the  fractured  surface  shall  be  granular. 

120.  Hot  bending  tests  shall  be  made  on  specimens  cut 
from  the  bar  as  rolled.  The  specimens,  heated  to  a bright 
red  heat,  shall  be  bent  through  an  angle  of  180  degrees  by 
a succession  of  light  blows  and  without  hammering  directly 
on  the  bend. 

12 1.  If  desired,  a bar  shall  be  worked  and  welded  in  the 
ordinary  manner  without  showing  signs  of  red-shortness. 

1 22.  The  yield  point  shall  be  determined  by  the  careful 
observation  of  the  drop  of  the  beam  or  halt  in  the  gauge  of 
the  testing  machine. 

123.  All  wrought  iron  must  be  practically  straight, 
smooth,  free  from  cinder  spots  or  injurious  flaws,  buckles, 
blisters  or  cracks.  As  the  thickness  of  bars  approaches  the 
maximum  that  the  rolls  will  produce  the  same  perfection 
of  finish  will  not  be  required  as  in  thinner  ones. 

In  flat  and  square  bars  one-thirty-second  (1-32)  inch 
variation  either  way  from  the  size  ordered  will  be  allowed. 

In  round  iron  one  one-hundredth  (1-100)  inch  variation 
either  way  from  the  size  ordered  will  be  allowed. 

B.  CAST  IRON. 

124.  Castings  shall  be  of  tough,  gray  iron,  free  from 
injurious  cold  shuts  or  blow  holes,  and  of  smooth,  work- 
manlike finish. 


(24) 


One  sample  bar,  one  inch  square,  about  five  feet  long,  cast 
in  sand  mould,  shall  be  furnished  from  each  cast.  This 
sample  bar  shall  be  capable  of  sustaining  on  a clear  span 
of  four  and  one-half  (4TA)  feet,  a central  load  of  500 
pounds  when  tested  in  the  rough  bar. 

C.  WROUGHT  STEEL. 

125.  All  steel  shall  be  open  hearth,  made  at  works  of  es- 
tablished reputation,  which  have  been  successfully  manu- 
facturing steel  for  at  least  one  year. 

126.  If  made  in  an  acid  furnace,  the  amount  of  phos- 
phorous and  sulphur  in  the  finished  product  shall  not 
exceed  eight  one-hundredths  (.08)  of  one* per  cent,  and  six 
one-hundredths  (.06)  of  one  per  cent.,  respectively. 

127'  If  made  in  a basic  furnace,  the  amount  of  phos- 
phorus or  sulphur  shall  not  exceed  six  one-hundredths 
(.06)  of  one  per  cent. 

128.  The  tensile  strength,  elastic  limit,  elongation  and 
reduction  of  area  shall  be  determined  from  a standard  test 
piece  cut  from  the  finished  material  and  planed  or  turned 
parallel  for  at  least  ten  (10)  inches  of  its  length,  the  piece 
to  have  as  nearly  one-half  (y2)  square  inch  sectional  area 
as  practicable,  and  the  elongation  to  be  measured  on  an 
original  length  of  eight  (8)  inches. 

Specimens  for  bending  tests  shall  be  cut  from  the  finished 
section  and  shall  be  of  the  same  form  as  those  used  for 
tensile  tests. 

129.  Three  specimens,  two  for  tensile  tests  and  one  for 
bending  test,  shall  be  furnished  from  each  melt,  except 
where  a melt  is  rolled  into  widely  varying  sections,  when 
each  of  such  widely  varying  sections  shall  be  represented 
by  at  least  one  test. 

Where  only  a small  portion  of  a melt  is  rolled  into  the 
order  covered  by  these  specifications,  it  is  left  to  the  discre- 
tion of  the  engineer  or  his  authorized  representative  to 
reduce  the  number  of  tests. 


Kind. 


Acid  Open 
Hearth. 


Basic  Open 
Hearth. 


Test  Pieces. 


Number  of 
Tests. 


(25) 


Full  Size  Test. 


Grades. 


Medium  Steel. 


If  the  manufacturer  so  desires,  the  bending  tests  may  be 
made  on  the  broken  tensile  test  pieces  instead  of  on  speci- 
mens as  specified  above. 

130.  Eyebars  shall  be  of  medium  steel.  Full-sized  tests 
shall  show  twelve  and  one-half  (12^)  per  cent,  elongation 
in  fifteen  feet  of  the  body  of  the  eyebar,  and  the  tensile 
strength  shall  not  be  less  than  55,000  pounds  per  square 
inch.  Eyebars  shall  be  required  to  break  in  the  body,  but 
should  an  eyebar  break  in  the  head,  and  show  twelve  and 
one-half  (12^2)  per  cent,  elongation  in  fifteen  feet  and  the 
tensile  strength  specified,  it  shall  not  be  cause  for  rejection, 
provided  that  not  more  than  one-third  (1-3)  of  the  total 
number  of  eyebars  tested  break  in  the  head. 

The  engineer  will  notify  the  contractor  of  the  number  of 
full  sized  eyebar  tests  required. 

All  bars  which  do  not  meet  the  requirements  of  the  speci- 
fications shall  be  at  the  expense  of  the  contractor,  all  others 
shall  be  paid  for  by  the  purchaser,  at  the  contract  price  of 
finished  metal  work  on  cars  at  shops,  less  the  scrap  value 
of  the  broken  bars.  (See  paragraph  161.) 

13 1.  Material  which  is  to  be  used  without  annealing 
or  further  treatment  is  to  be  tested  in  the  condition  in  which 
it  comes  from  the  rolls.  When  material  is  to  be  annealed 
or  otherwise  treated  before  use,  the  specimen  representing 
such  material  is  to  be  similarly  treated  before  testing. 

132.  Steel  shall  be  of  three  grades : Medium,  soft  and 

rivet. 

133.  Specimens  from  finished  material,  cut  to  size 
specified  above,  shall  have  an  ultimate  tensile  strength  of 
not  less  than  60,000  nor  more  than  70,000  pounds  per 
square  inch ; and  elastic  limit  of  not  less  than  35,000  pounds 
per  square  inch,  and  an  elongation  of  not  less  than  twenty- 
two  (22)  per  cent. 

This  grade  of  steel  to  bend  cold  180  degrees  over  a 
mandrel,  the  diameter  of  which  is  equal  to  the  thickness  of 
the  piece  tested,  without  a crack  or  flaw  on  the  outside  of 
the  bent  portion. 


(26) 


’i34-  Specimens  from  finished  material,  cut  to  size  speci- 
fied above,  shall  have  an  ultimate  tensile  strength  of  not 
less  than  52,000  nor  more  than  62,000  pounds  per  square 
inch ; and  an  elastic  limit  of  not  less  than  32,000  per  square 
inch;  and  an  elongation  of  not  less  than  twenty-five  (25) 
per  cent. 

This  grade  of  steel  must  stand  bending  cold  180  degrees 
and  close  down  flat  on  itself  without  sign  of  fracture  on 
convex  side  of  curve. 

1 35-  Specimens  cut  to  size  specified  above  shall  have 
an  ultimate  tensile  strength  of  not  less  than  50,000  nor 
more  than  60,000  pounds  per  square  inch;  an  elastic  limit 
of  not  less  than  30,000  pounds  per  square  inch,  and  an 
elongation  of  not  less  than  twenty-six  (26)  per  cent. 

136.  All  blooms,  billets  or  slabs  shall  be  examined  for 
. surface  defects,  flaws  or  blow  holes  before  being  rolled  into 

the  finished  sections,  and  such  chippings  and  alterations 
made  as  will  insure  solidity  in  the  rolled  sections. 

137.  Every  finished  piece  of  steel  shall  be  stamped  with 
the  melt  number,  and  steel  for  pins  shall  have  the  number 
stamped  on  the  ends.  Rivet  and  lacing  steel,  and  small 
pieces  for  pin  plates  and  stiffeners,  may  be  shipped  in  bun- 
dles, securely  wired  together,  with  the  melt  number  on  a 
metal  tag  attached. 

138.  The  chemical  analysis  for  carbon,  phosphorus 
and  sulphur  of  each  melt  must  be  furnished  to  the  engineer 
or  his  representative  at  the  mill,  before  any  of  the  material 
rolled  from  said  melt  is  shipped  from  the  mill. 

139.  Finished  material  must  present  a smooth,  clean 
surface,  free  from  cracks,  buckles,  flaws,  ragged  edges,  or 
any  other  defects,  and  must  be  straight  throughout  and 
true  to  section. 

140.  A variation  of  more  than  two  and  one-half  (254 ) 
per  cent,  from  ordered  weight  will  be  considered  cause  for 
rejection. 


Soft  Steel. 


Rivet  Steel. 


Chippings  and 
Alterations. 


Branding. 


Chemical 

Analysis. 


Finish. 


Variation  in 
Weight. 


(27) 


Shipments. 


Quality  of 
Paint. 


For  all  plates  ordered  to  gauge,  there  will  be  permitted  an 
average  excess  of  weight  over  that  corresponding  to  the 
dimensions  on  the  order  equal  in  amount  to  that  specified  in 
following  table: 


THICKNESS  OF 
PIRATE. 

Inch. 

WIDTH  OF  PEATE. 

Up  to  75  inches. 
Per  cent. 

75  to  100  inches. 
Per  cent. 

Over  100  inches. 
Per  cent. 

X 

IO 

14 

18 

5-16 

8 

12 

16 

H ; 

7 

IO 

13 

7-16 

6 

8 

IO 

/4 

5 

7 

9 

9-l6 

4/4 

6>4 

8J4 

H 

4 

6 

8 

Over  76 

3/4 

5 

141.  Shipments  of  material  from  the  mills  will  not  be 
permitted  until  after  the  tests  Lave  been  made.  Copies  of 
all  shipping  invoices  must  be  furnished  to  the  engineer  or 
his  representative  at  the  mill  as  shipments  are  made. 

D.  CAST  STEEL. 

142.  Steel  castings  shall  be  made  of  a first  class  quality 
of  open-hearth  steel,  sound,  smooth,  true  to  pattern,  and 
free  from  blow  holes,  flaws  and  warps.  All  steel  castings 
shall  be  thoroughly  annealed  at  a temperature  sufficiently 
high  to  make  a blue  scale,  and  when  tested  in  three-quarter 
(24)  inch  round  turned  test  pieces,  cut  from  castings,  or 
from  extensions  cast  to  the  castings,  shall  show  an  ulti- 
mate strength  of  from  65,000  to  75,000  pounds  per  square 
inch,  and  an  elongation  of  not  less  than  fifteen  (15)  per 
cent,  in  two  (2)  inches,  and  including  the  break. 

E.  PAINT. 

143.  All  paint  for  use  in  the  “first  coat”  shall  be  of  the 
best  quality  of  graphite  paint  or  of  carbon  primer,  of  a 
manufacture  acceptable  to  the  engineer. 


(28) 


144-  All  paint  for  use  in  the  “finish  coats”  shall  be  of 
a quality  and  color  specified  on  the  second  page  hereof. 

145.  All  surfaces  that  are  inaccessible  after  being  riv- 
eted, or  after  erection,  shall  have,  before  assembling  or 
before  erection,  two  (2)  coats  of  pure  red  lead  and  boiled 
linseed  oil,  mixed  in  the  proportion  of  eighteen  (18)  lbs.  of 
lead  to  one  (1)  gallon  of  oil. 

All  bolts  which  are  to  remain  permanently  in  the  struc- 
ture are  to  be  dipped  in  “first  coat,”  as  described  above. 

146.  As  soon  as  shop  work  is  complete,  the  material 
shall  be  thoroughly  cleaned  from  all  scale,  rust,  grease  or 
other  foreign  matter,  and  given  one  coat  of  “first  coat,”  as 
described  above. 

147.  Erection  marks  shall  be  made  on  the  painted  sur- 
face and  not  on  the  bare  metal  and  then  oiled  over. 

148.  After  erection  and  before  applying  the  finish  coats, 
the  material  shall  again  be  retouched  and  field  rivets  shall 
be  painted  with  the  “first  coat,”  as  described  above;  the 
field  rivets  shall  be  painted  as  soon  as  practicable  after 
driving. 

149.  All  metal  work  shall,  after  erection,  be  thoroughly 
cleansed  from  mud,  grease  or  any  other  objectionable  ma- 
terial that  may  be  found  thereon  (wire  brushes  or  scrapers 
shall  be  used  when  necessary  or  required  by  the  engineer), 
and  painted  with  two  (2)  coats  of  “finish  coat,”  as  speci- 
fied above. 

No  painting  will  be  allowed  in  wet  or  freezing  weather, 
and  all  surfaces  must  be  dry  when  paint  is  applied. 

150.  All  turned  or  planed  surfaces  shall  be  coated  with 
a mixture  of  white  lead  and  tallow  before  being  exposed 
to  the  weather. 

1 5 1.  All  paint  and  oil  used  for  the  structure  shall  be 
especially  purchased,  and  the  contractor  will  furnish  the 
engineer  with  copies  of  all  orders  for  same;  and  until  all 


Inaccessible 

Surfaces. 


First  Coat. 


Erection  Marks. 


Retouching  and 
Finish  Coats. 


Finishing 

Coats. 


Turned  and 

Planed 

Surfaces. 


Copies  of 
Orders. 


(29) 


such  copies  have  been  received  by  the,  engineer,  no  paint 
shall  be  applied. 

F.  TIMBER. 

152.  All  timber  shall  be  of  the  best  quality  of  the  kind 
specified,  cut  from  sound,  live  timber,  free  from  loose  or 
rotten  knots,  worm  holes,  wind  Shakes  or  splits,  reasonably 
well  seasoned,  straight  grained,  square  edged,  and  free 
from  any  defect  calculated  to  impair  its  strength  or  dura- 
bility. Sap  wood  shall  not  be  allowed  in  more  than  ten 
(10)  per  cent,  of  the  pieces  of  one . kind,  and  no  piece 
will  be  accepted  showing  sap  covering  more  than  one-fourth 
( %. ) the  width  of  the  piece  on  any  face  at  any  point,  nor 
more  than  half  the  thickness  of  any  plank  at  its  edge,  at 
any  point. 


Annealing. 


Appearance. 


XIII.  WORKMANSHIP. 

153.  All  workmanship  must  be  strictly  first  class. 

154.  All  members  that  may  become  bent  or  in  any  way 
injured  in  transportation  or  erection,  or  from  any  cause, 
must  be  repaired,  straightened  and  made  good  to  the  satis- 
faction of  the  engineer. 

155.  All  plates  and  shapes  shall  be  carefully  straightened 
before  the  work  is  laid  out,  and  all  work  must  be  finished  in 
a neat  and  workmanlike  manner.  The  edges  of  sheared 
steel  plates  in  main  members  shall  be  carefully  faced  or 
planed  to  effectively  remove  defects  caused  by  shearing. 

156.  No  forging  or  other  work  must  be  performed  on 
any  material  at  a temperature  as  low  as  a blue  heat,  and 
all  steel  forged  work  must  be  afterward  thoroughly  and 
uniformly  annealed  by  heating  throughout  to  a uniform 
dark  red  heat  and  being  allowed  to  cool  slowly. 

157.  Due  regard  must  be  had  for  the  neat  and  attractive 
appearance  of  the  finished  structure;  and  details  of  work- 
manship of  an  unsightly  character  will  not  be  allowed. 


(30) 


XIV.  INSPECTION  AND  TESTS. 

158.  All  material  shall  be  subject  to  inspection  and  tests 
at  mills  and  shops  during  the  various  processes  of  manu- 
facture, and  free  access  must  be  permitted  for  the  Railway 
Company’s  engineer  or  'inspectors  at  any  works  where  ma- 
terial is  in  process  of  manufacture.  A notice  of  at  least 
one  week  must  be  given  to  the  Railway  Company  when  its 
inspector  may  be  on  hand  for  the  performance  of  his  duties. 

159.  All  materials  and  workmanship  shall  be  subject  to 
inspection  and  rejection  of  the  Railway  Company’s  en- 
gineer; and  all  materials  condemned  by  him  shall  be  imme- 
diately removed  from  the  work. 

160.  The  inspection  of  the  work  shall  not  relieve  the 
contractor  of  his  obligation  to  perform  sound  and  reliable 
work,  as  herein  provided.  And  all  work  of  whatever  kind 
which,  during  its  progress,  and  before  it  is  finally  accepted 
may  become  damaged  from  any  cause,  shall  be  replaced  by 
good,  sound  work,  satisfactory  to  the  Railway  Company’s 
engineer. 

161.  The  contractor  shall  furnish  the  engineer  or  his 
inspector  all  necessary  facilities  for  making  the  tests  speci- 
fied herein. 

XV.  ERECTION. 

162.  The  contractor  shall  erect  the  bridge  complete,  in 
a thoroughly  workmanlike  manner  and  ready  for  the  ties, 
and  to  the  lines  and  grades  furnished  by  the  Railway  Com- 
pany’s engineer. 

163.  The  contractor  for  superstructure  shall  furnish  and 
put  in  place  all  stone  bolts  and  anchors  for  attaching  the 
iron  or  steel  work  to  the  masonry.  He  will  drill  all  the 
necessary  holes  in  the  masonry  and  set  all  bolts  in  neat 
Portland  cement  of  a brand  satisfactory  to  the  Railway 
Company’s  engineer.  When  the  requirements  of  the  con- 
tract demand  that  the  bolts  or  anchors  be  built  in  the  ma- 
sonry the  contractor  for  the  superstructure  shall  furnish 


Mill  and  Shop 
Inspection. 


Inspection  not 
to  Relieve 
Contractor. 


Erection. 


Anchor  Bolts. 


(30 


Lines.  Grades. 
Etc. 


Unloading. 


False  Work. 


Permits  and 
Licenses. 


Damages. 


said  bolts  and  anchors  and  deliver  them  at  the  bridge  site 
at  such  time  as  may  be  ordered  by  the  Railway  Company’s 
engineer,  but  he  will  not  be  required  to  place  them.  (See 
paragraph  15.) 

164.  All  lines  and  grades  are  to  be  given  by  the  Railway 
Company’s  engineer. 

165.  The  stakes  and  marks  given  by  the  Railway  Com- 
pany’s engineer  must  be  ■ carefully  preserved  by  the  con- 
tractor, who  shall  give  the  engineer  all  necessary  assistance 
and  facilities  for  the  establishment  of  the  lines  and  grades, 
and  the  measuring  up  of  the  work. 

166.  All 'material  shall  be  unloaded  at  the  bridge  site 
with  care  and  piled  on  skids  well  above  the  level  of  the 
ground. 

167.  The  contractor  shall  furnish  and  erect  all  false 
work,  staging  and  scaffolding,  and  all  tools  and  erection 
plant  necessary  to  do  the  work  thoroughly  and  expediti- 
ously, and  he  shall  remove  the  same  as  fast  as  the  advance 
of  the  work  will  permit. 

168.  Before  placing  any  false  work,  the  contractor  shall 
submit  to  the  engineer  for  his  approval,  duplicate  draw- 
ings, showing  the  location  of  all  bents,  and  the  placing  of 
falsework  other  than  such  as  is  approved  shall  not  be  al- 
lowed. 

169.  The  contractor  shall  give  to  the  proper  authorities 
all  requisite  notices  relating  to  the  work  in  his  charge,  and 
obtain  all  official  permits  and  licenses  for  temporary  ob- 
structions, and  pay  all  proper  fees  for  same;  and  he  shall 
pay  for  any  other  legal  charges  from  city,  town  or  county 
officers. 

170.  The  contractor  shall  pay  all  damages  or  losses  or 
claims  recovered  that  the  owner  may  be  made  liable  for, 
and  save  the  owner  harmless  in  all  things  from  any  acci- 
dent which  may  happen  or  arise  by  reason  of  failure, 
neglect  or  refusal  on  his  part  or  that  of  anyone  in  his  em- 
ploy to  take  all  necessary  precaution  to  prevent  the  same, 


(32) 


and  also  arising  from  any  and  all  encroachments  or  tres- 
passing on  the  neighboring  property. 

171.  All  refuse  material  and  rubbish  that  may  accumu- 
late during  the  progress  of  the  work  shall  be  removed  from 
time  to  time,  and  upon  completion  of  the  work  all  surplus 
material,  falsework  and  rubbish  shall  be  removed  from  the 
vicinity  of  the  structure  as  may  be  directed  by  the  Railway 
Company’s  engineer. 

172.  When  the  erection  is  done  by  the  Railway  Com- 
pany, the  contractor  shall  furnish  all  necessary  pilot  nuts 
for  erection,  to  be  returned  to  contractor  in  as  good  condi- 
tion as  when  received,  when  erection  is  completed. 

XVI.  NAME  PLATES. 

173.  Two  name  plates  of  suitable  size  and  design,  and 
which  may  be  required  to  be  of  aluminum  or  bronze,  shall 
be  provided  and  securely  fastened  at  points  to  be  designated 
by  the  engineer.  The  plates  shall  be  inscribed  as  directed 
by  the  engineer. 


XVIL  GENERAL. 

174.  The  structure  shall  be  built  under  the  direction  of 
the  engineer  in  charge,  in  accordance  with  the  general 
drawings,  and  will  include  all  work  of  any  description, 
whether  specifically  set  forth  herein  or  on  the  drawings,  or 
not,  to  make  the  work  herein  provided  for  complete,  to  the 
entire  satisfaction  of  the  Railway  Company. 

175.  All  fees  or  royalties  for  any  patented  invention, 
article  or  arrangement  that  • may  be  used  upon  or  in  any 
manner  connected  with  the  construction,  erection  of  the 
work,  or  any  part  thereof,  embraced  in  these  specifications, 
shall  be  included  in  the  price  mentioned  in  the  contract ; a^fd 
the  contractor  shall  protect  and  hold  harmless  the^Raitway 
Company  against  any  and  all  demands  for  such  fees,  roy- 
alties or  claims,  and  before  the  final  payment  or  settlement 
is  made  on  account  of  the  contract,  the  contractor  must 


Refuse  Material 
and  Rubbish. 


Patented 

Devices. 


(33) 


Subletting 


Employees. 


Changes. 


furnish  acceptable  proof  of  a proper  and  satisfactory  re- 
lease from  all  such  claims. 

176.  No  part  of  the  work  shall  be  sublet,  nor  shall  the 
contract  for  the  whole  or  any  portion  of  the  work  be  as- 
signed unless  by  written  consent  of  the  Railway  Company’s 
engineer. 

177.  Should  any  disorderly  or  incompetent  person  be 
employed  upon  the  work,  he  shall  upon  notice  from  the 
Railway  Company’s  engineer  be  discharged  and  not  em- 
ployed again  without  his  permission. 

178.  The  work  shall  be  done  substantially  in  accordance 
with  the  accepted  plans,  details  and  directions  by  the  en- 
gineer, and  in  accordance  with  these  specifications,  but  the 
right  is  reserved  by  the  Railway  Company,  without  incur- 
ring* any  liability  therefor,  to  make  such  changes  in  the 
said  general  or  detail  plans  and  in  the  specifications  as  its 
engineer  may  deem  necessary  for  the  convenience,  safety 
and  stability  of  the  work,  or  as  shall  be  deemed  advisable 
or  desirable  by  him,  to  make  the  same  a satisfactory  piece 
of  work. 

179.  The  right  is  also  reserved  by  the  Railway  Com- 
pany, without  incurring  any  liability  therefor,  beyond  the 
contract  price,  except  as  hereinafter  provided,  to  increase 
or  diminish  the  amount  of  labor  or  material,  or  both,  herein 
provided  for,  within  such  limits  as  shall  be  deemed  neces- 
sary by  said  engineer  to  make  said  work,,  when  completed, 
a satisfactory  piece  of  work. 

180.  But  if  any  such  change  in  any  of  the  said  general 
or  detailed  plans,  or  in  the  specifications,  shall,  in  the  opin- 
ion of  the  Railway  Company’s  engineer,  materially  increase 
the  actual  cost  of  performing  the  labor  necessary  to  con- 
struct the  portions  of  the  work  thereby  changed,  beyond 
what  such  labor  would  have  cost,  if  performed  without 
such  change,  then  the  contractor  shall  receive  the  amount 
of  such  increased  cost,  as  determined  by  the  engineer,  with 
ten  (10)  per  cent,  thereof  additional,  such  percentage  to  be 
for  and  in  lieu  of  profits ; any  decrease  in  such  cost,  as 


(34) 


determined  by  the  engineer,  shall  inure  to  the  benefit  of  the 
Railway  Company. 

181.  And  if  by  any  such  change  in  any  of  the  said  general 
or  detail  plans,  or  in  these  specifications,  any  material  is 
used  in  the  structure,  the  cost  of  which  is,  in  the  opinion  of 
the  Railway  Company’s  engineer,  in  excess  of  that  herein 
provided  for,  the  contractor  shall  receive  such  excess  of  cost, 
as  determined  by  the  said  engineer,  and  ten  (io)  per  cent, 
thereof  additional,  such  percentage  to  be  for  and  in  lieu  of 
profits ; any  decrease  of  such  cost,  as  determined  by  said 
engineer,  shall  inure  to  the  benefit  of  the  Railway  Company. 

'■•j- 

182.  The  contractor  shall  make  no  claim  against  the 
Railway  Company  for  damages  or  losses  occasioned  by  the 
elements  or  from  any  causes  for  which  the  Railway  Company 
is  not  responsible.  No  claim  for  extra  work  not  provided  for 
in  the  plans  and  specifications  will  be  allowed  unless  a written 
order  to  perform  such  work  shall  have  been  given  by  the 
Railway  Company’s  engineer,  and  all  claims  for  such  work 
shall  be  presented  in  writing  for  settlement  in  the  monthly 
estimate  next  after  such  work  shall  have  been  performed. 
Claims  by  the  contractor  for  damages  by  reason  of  ^ny 
detention  on  the  part  of  the  Railway  Company  will  not  be 
allowed,  but  any  such  detention  shall  make  a corresponding 
extension  of  the  time  for  completion  of  the  contract. 

183.  The  work  herein  provided  for  shall  be  commenced 
upon  any  part  or  portion  of  the  same,  as  the  Railway  Com- 
pany’s engineer  may  direct,  within  ten  (10)  days  after  re- 
ceipt of  written  notice  from  the  engineer  so  to  do. 

184.  The  work  shall  be  prosecuted  continuously  and  in 
the  most  energetic,  expeditious  and  workmanlike  manner, 
with  the  largest  force  of  all  classes  of  workmen  that  can  be 
worked  to  advantage,  and  the  contractor  shall  supply  suffi- 
cient plant  to  work  at  such  places  and  at  as  many  places  as 
the  Railway  Company’s  engineer  may  direct  until  the  whole 
shall  have  been  completed ; or  work  upon  any  part  or  portion 
of  the  structure  shall  at  any  time  be  wholly  or  partially 
suspended  or  discontinued  by  order  of  the  engineer,  when- 


Claims. 


Commencement 
of  Work. 


Prosecution 
of  Work. 


(35) 


Completion 
of  Work. 


ever  in  his  opinion  the  best  interests  of  the  owner  or  the 
progress  of  the  work  upon  other  parts  or  portions  of  the 
structure  may  demand  it. 

185.  The  entire  work  herein  provided  for  shall  be  prose- 
cuted in  such  manner  that  the  whole  shall  be  complete  and 
ready  for  acceptance  by  the  Railway  Company  at  or  before 
the  time  specified  on  the  first  page  hereof,  or  in  the  event 
that  the  contractor  fail  to  complete  the  work  within  such 
specified  time,  he  will  be  liable  for  any  and  all  damage 
which  the  Railway  Company  may  suffer  in  consequence  of 
the  delay ; provided  that  any  mutual  agreement,  set  forth  in 
the  contract  of  which  these  specifications  form  a part,  relat- 
ing to  damages  for  delay  of  completion  after  the  specified 
time  or  to  awards  for  completion  before  the  specified  time, 
shall  be  and  remain  in  full  force  and  effect. 

186.  If  at  any  time  during  the  progress  of  the  work  it 
should  appear  by  the  report  of  the  engineer  that  the  force 
employed,  the  quantity  or  quality  of  tools  or  appliances 
provided,  or  that  the  progress  or  character  of  the  work  or 
material  furnished  are  not  respectively  such  as,  in  the  opinion 
of  the  engineer,  will  insure  the  completion  of  the  work  under 
this  contract  within  the  time  specified,  or  not  in  accordance 
with  the  specifications,  then  in  that  case  the  Railway  Com- 
pany may  serve  written  notice  on  the  contractor  and  sureties 
to  at  once  supply  such  increase  of  force,  appliances  or  tools, 
and  to  cause  such  improvement  to  be  made  in  the  character 
of  the  work  or  materials,  as  will  be  required  to  make  the 
same  conform  to  these  specifications  and  the  requirements 
of  the  engineer;  and  if,  on  the  expiration  of  three  (3)  days 
after  the  service  of  such  written  notice  upon  the  contractor 
and  sureties  personally,  or  by  leaving  same  or  mailing  same 
for  them  at  last  known  addresses,  the  contractor  shall  have 
failed  to  furnish  to  the  Railway  Company  satisfactory  evi- 
dence of  his  efforts,  ability  and  intentions  to  remedy  the 
specified  deficiencies,  the  Railway  Company  may  thereupon 
enter  and  take  possession  of  the  said  work  or  any  part  there- 
of, with  tools,  materials,  plant,  appliances,  houses,  machinery 


(36) 


and  other  appurtenances  thereon,  hold  the  same  as  security 
for  any  and  all  damage  or  liabilities  that  may  arise  by  reason 
of  the  nonfulfillment  of  this  contract  within  the  time  speci- 
fied, and,  furthermore,  may  employ  the  said  tools  and  other 
appurtenances,  materials,  and  such  other  means  as  it  may 
deem  proper  to  complete  the  work  at  the  expense  of  the 
contractor,  and  may  deduct  the  cost  of  the  same  from  any 
payment  then  due  or  thereafter  falling  due  to  the  contractor 
for  this  work;  and,  in  case  the  contractor  shall  not  complete 
the  work  within  the  time  specified,  and  the  Railway  Company 
shall,  notwithstanding  such  failure,  permit  the  contractor 
to  proceed  with  and  complete  the  said  work  as  if  such  time 
had  not  elapsed,  said  permission  shall  not  be  deemed  a waiver 
in  any  respect  by  the  Railway  Company  of  any  forfeiture  or 
liability  for  damages  or  expenses  thereby  incurred,  arising 
from  such  non-completion  of  said  work  within  the  specified 
time,  but  such  liability  shall  continue  in  full  force  against 
the  contractor  and  his  sureties  as  if  such  permission  had  not 
been  given. 

/ 187.  Approximate  estimates  will  be  made  monthly  by  the 
Railway  Company’s  engineer  if  requested  by  the  contractor, 
upon  the  amount  of  acceptable  material  delivered  at  the 
bridge  site  or  erected  in  place,  and  also  reasonable  estimates 
will  be  allowed  at  the  discretion  of  the  engineer  upon  ac- 
ceptable material  delivered  at  the  shops  in  reasonable 
amounts  and  proper  condition. 

Ninety  (90)  per  cent,  of  the  amounts  of  such  estimates 
will  be  paid  in  cash  within  fifteen  (15)  days  after  approval 
of  such  estimates  by  the  Railway  Company  provided  no  legal 
restraints  are  placed  upon  such  owner  preventing  such  pay- 
ment. The  remaining  ten  (10)  per  cent,  will  be  paid  within 
fifteen  days  after  the  final  completion  and  acceptance  by  the 
Railway  Company  of  all  the  work  herein  specified,  provided 
the  same  is  free  from  all  claims  for  labor  and  material  under 
these  specifications,  which  might  in  any  manner  become  a lien 
upon  said  structure  or  a claim  upon  the  Railway  Company. 

188.  The  contractor  shall  be  required  to  comply  with  all 
federal,  state,  city,  town  or  other  laws  and  statutes  in  fprce  in 

(37) 


« 


Estimates  and 
Payments. 


Comply  with 
All  Laws. 


Special 

Clauses. 


Plans  and 
Specifications. 


Engineer. 


the  locality,  and  it  is  understood  and  agreed  that  the  contract 
of  which  these  specifications  are  a part,  is  made  and  executed 
subject  to  the  terms  and  conditions  of  any  and  all  such  laws. 
The  contractor  will  be  expected  to  inform  himself  regarding 
such  laws,  and  to  govern  himself  accordingly. 

189.  All  the  written  part  of  these  specifications  and 
any  special  clauses  attached  hereto,  and  referring  to  this 
structure,  are  to  be  considered  as  a part  hereof,  and  shall  be 
as  carefully  noted  and  as  strictly  followed  as  if  printed 
herein. 

190.  The  plans  and  specifications  are  intended  to  be  ex- 
planatory of  each  other,  but  should  any  discrepancy  appear, 
or  any  misunderstanding  arise  as  to  the  import  of  anything 
contained  in  either,  the  interpretation  of  the  Railway  Com- 
pany’s engineer  shall  be  final  and  binding  on  the  contractor ; 
and  all  directions  and  explanations  required,  alluded  to  or 
necessary  to  complete  any  of  the  provisions  of  these  specifi- 
cations, and  give  them  due  effect,  will  be  given  by  the 
engineer. 

191.  The  term  “ engineer,”  as  herein  used,  is  understood 
to  mean  the  chief  engineer  in  charge  of  the  work,  and  the 
work  at  all  times  shall  be  under  his  control,  and  the  decisions 
of  said  engineer  upon  all  questions  as  to  estimates  or  the 
determination  of  the  quantity  or  quality  of  the  work,  and 
on  all  other  questions  herein  left  to  his  discretion,  shall  be 
final  and  conclusive. 


The  above  constitute  the  specifications  referred  to  in  the 
contract  of  the  undersigned  with 


dated 

Contracting  firm 
By  


(38) 


S7/*/*£rt/D/x  /7. 


<5z££7£rW/y<?£  sO/£7<Z/7>£7/rf  £'0/rr 

77s &/=?//3<5£S 


<?/- 


Appendix  B. 


CONVENTIONAL  SIGNS  FOR  BRIDGE  RIVETS. 


Two  Full  Heads. 


Countersunk  Inside  and  Chipped. 


Countersunk  Outside  and  Chipped. 


Countersunk  both  Sides  and  Chipped. 


Shop.  Field. 

o • 

(g)  (§) 

a ® 


Flattened  to^"  high  or  Countersunk 
and  not  Chipped. 


Flattened  to  high. 


Inside.  Outside.  Both  Sides. 

(DOCD 

®Od> 

®0<D 


Flattened  to  y%"  high. 


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